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13060028CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 20699 RODRIGUES AVE CONTRACTOR:6 E PERMIT NO: 13060028 OWNER'S NAME: YANSHAN RA410 DATE ISSUED: 06 /04/2013 OWNER'S PHONE: 6506363126 PHONE NO: JOB DESCRIPTION: RESIDENTIAL COMMERCIAL ❑ LICENSED CONTRACTOR'S DECLARATION Class Lic. # ©�� INSTALL APOLLO OPENING ROOF SYSTEM IN License DURALUM Contractor �(�i� P��`ii Date ALUMINUM FRAME W/ 2 SKYLIGHTS, NO ELECTRICAL I hereby affirm that I am licensed under the provisions of Chapter 9 207 (commencing with Section 7000) of Division 3 of the Business & Professions SQ FT Code and that my license is in full force and effect. I hereby affirm under penalty of perjury one of the following two declarations: I have and will maintain a certificate of consent to self - insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Sq. Ft Floor Area: Valuation: $15265 ." I have and will maintain Worker's Compensation Insurance, as provided for by APN Number: 35910057.00 Occupancy Type: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is PERMIT EXPIRES IF WORK IS NOT STARTED correct. I agree to comply with all city and county ordinances and state laws relating WITHIN 80 DAYS OF PERMIT ISSUANCE OR to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save 180 DAY M LAST CALLED INSPECTION. indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the Id by: Date: ssue granting of this permit. Additionally, the applicant understands and will comply with all n regulations per the Cupertino Municipal Code, Section 9.18. RE- ROOFS: Uoin Signature Date t'25 All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for inspection. ❑ OWNER- BUILDER DECLARATION Signature of Applicant: Date: I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec.7044, Business & Professions Code) I, as owner of the property, am exclusively contracting with licensed contractors to HAZARDOUS MATERIALS DISCLOSURE construct the project (Sec.7044, Business & Professions Code). I have read the hazardous materials requirements under Chapter 6.95 of the California Health & Safety Code, Sections 25505, 25533, and 25534. I will I hereby affirm under penalty of perjury one of the following three maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the declarations: Health & Safety Code, Section 25532(x) should I store or handle hazardous I have and will maintain a Certificate of Consent to self - insure for Worker's material. Additionally, should I use equipment or devices which emit hazardous Compensation, as provided for by Section 3700 of the Labor Code, for the air contaminants as defined by the Bay Area Air Quality Management District I performance of the work for which this permit is issued. I have and will maintain Worker's Compensation Insurance, as provided for by will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the Health & Safety Code, Sect' ns 05, 25A33, and 25534. Section 3700 of the Labor Code, for the performance of the work for which this Owner or authorized agent: Date: 1P �1 b, permit is issued. I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Worker's CONSTRUCTION LENDING AGENCY Compensation laws of California. If, after making this certificate of exemption, I become subject to the Worker's Compensation provisions of the Labor Code, I must I hereby affirm that there is a construction lending agency for the performance of forthwith comply with such provisions or this permit shall be deemed revoked. work's for which this permit is issued (Sec. 3097, Civ C.) Lender's Name APPLICANT CERTIFICATION Lender's Address I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save ARCHITECT'S DECLARATION indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the I understand my plans shall be used as public records. granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section Licensed Professional 9.18. Signature Date CUPERTINO CONSTRUCTION PERMIT APPLICATION COMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION 10300 TORRE AVENUE • CUPERTINO, CA 95014 -3255 (408) 777 -3228 • FAX (408) 777 -3333 • building(a�cuaerbno.org 1� ❑ NEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION / TI ❑ REVISION / DEFERRED ORIGINAL PERMIT # PROTECT ADDRESS 20699 ROD RI G U ES AVENUE I APN # 35"T `0 05'7 . 6V OwNERNAMEYAN SHAN & YANMIN LIAO I PHONE(650) 636 -3126 1 F-MA"Llorraine1145 @gmail.com STREETADDRESS20699 RODRIGUES AVE. CITY, STATIhz>PCUPERTINO, CA 95014 FAX N/A CONTACTNAMEJOSEPH DOANTI PHONE(916) 871 -6318 jdonati @patioperfections.com STREETADDREss2024 OPPORTUNITY DR. CITY, STATE, zip ROSEVILLE, CA 95678 FAx (916) 632 -4938 ❑ OWNER ❑ OWNER- BUILDER ❑ OWNER AGENT ❑ CONTRACTOR ® CONTRACTOR AGENT ❑ ARCHITECT ❑ ENGINEER ❑ DEVELOPER ❑ TENANT CONTRACTOR NAME GEORGE P ET E RS E N LICENSE NUMBER 89 A 1 89 LICENSE TYPE B BUS. LIC # COMPANYNAMEPATIO PERFECTIONS F-mAu-office@patioperfections.com FAX(916) 632 -4938 STREETADDRESs2024 OPPORTUNITY DR. MY, STATE,`P ROSEVILLE, CA 95678 PHONE(916) 871 -6318 `RCHITEMENGINEERN`>ME SARA HOHENSHELT MCENSENUMBER70560 — CIVIL BUS. LIC #AI /A 11 COMPANYNAMES.L. PACIFIC ENGINEERING E- mA'Lsara @slpacificdesigns.com FAX N/A STREET ADDRESS 2626 ESTELLA DRIVE CITY, STATE, ZIP SANTA CLARA, CA 95051 PHONE (415) 202 -5286 DESCRIPTION OF WORK ATTACHED APOLLO OPENING ROOF SYSTEM IN DURALUM ALUMINUM FRAME W/ (2) SKYLIGHTS, NO ELECTRICAL, 207 SQ. FT. EXISTING USE PROPOSED USE CONSIR.TYPE #STORIES I USE TYPE OCC. SQ.FT. VALUATION ($) EXISTG NEW FLOOR DEMO TOTAL AREA AREA AREA NET AREA BATHROOM KITCHEN OTHER REMODEL AREA REMODEL AREA REMODEL AREA PORCH AREA DECK AREA TOTAL DECK /PORCH AREA GARAGE AREA: DETACH I ❑ATTACH # DWELLING UNITS: IS A SECOND UNIT ❑YES SECOND STORY [I YES BEING ADDED? ONO ADDTTION? ❑NO PRE - APPLICATION ❑ YES IF YES, PROVIDE COPY OF IS THE BLDG AN ❑ YES RECEIVED B . TOTAL VALUATION: PLANNING APPL # ❑ NO PLANNINGAPPROVAL LETTER EICHLERHOME? ❑ NO $15,265.00 By my signature below, I certify to each of the following: I am the property owner or authorized ag t to on the property owner's behalf. I have read this application and the information I have provided is correct. I have read the Description of Work and verify t s accurate. I agree to comply with all applicable local ordinances and state laws relating to buil co struction. I authorize representatives of Cupertino to ent r the above-identified property for inspection purposes. Signature of Applicant/Agent: Date: % 14 (y° 1 SUPPLEMENTAL INFORMATION REQUIRED PLAN CHECK TYPE ROUTING SLIP ❑ OVER - THE - COUNTER BUILDING PLAN REVIEW New SFD or Multifamily dwellings: Apply for demolition permit for existing building(s). Demolition permit is required prior to issuance of building permit for new building. ❑ ERPRESS PLANNING PLAN REVIEW _ Commercial Bldgs: Provide a completed Hazardous Materials Disclosure sTANflARn El WORKS To—nn if any Hazardous Materials are being used as part of this project. p I I LARGE ❑ FIRE DEPT _ Copy of Planning Approval Letter or Meeting with Planning prior to ❑ MAJOR ❑ SANITARY SEWER DISTRICT submittal of Building PeTmnit application. ENVIRONMENTAL HEALTH BldgApp_201 Ldoc revised 06121111 d-17V nF CITPFRTINO Ufa ch. Plan Cho! k Phimb. Plan Check Elec. Plan Check L1ech. Permit Fee: Plumb. Permit Pee: Fl, Permit Fee: Ofhe; �ilech. Insp. Other Plumb Insp. 01hcr Dec. Insp, Akch. In.sp. Fee: Plumb. Insp. Fee: Elec. Insp. Pee: i! m_._..... •. D..IJ:.. m .4o F;_ .Qnnitnru ,Vowor District. School NOTE: This estimate aoes nottnctuaejees auc tu vuac. ,.G�,�.�..��,.�� ���• - - •- • - -•_e, _ ______ .. District, etc). These ees are based on the relimina info rmation available and are only an estimate Contact the De t or addn'1 info. FEE ITEMS (Fee Resolution 11 -053 Eff.' 711112) FEE QTY/FEE MISC ITEMS FEE ESTIMATOR — BUILDING DIVISION Plan Check Fee: ADDRESS: 20699 RODRIGUES AVE DATE: 06/04/2013 APN: BP #: REVIEWED BY: MENDEZ "VALUATION: $15,265 *PERMIT TYPE: Building Permit =PLAN CHECK TYPE: Alteration /Repair PRIMARY USE: SFD or Duplex 0.0 PENTAMATION 1 GENRES PERMIT TYPE: WORK SCOPE INSTALL APOLLO OPENING ROOF SYSTEM IN DURALUM ALUMINUM FRAME W/ 2 SKYLIGHTS NO ELECTRICAL 207 SQ FT $0.00 Permit Fee: $0.00 Suppl. Insp. Fee-0 Reg. Q OT 0,0 hrs $0.00 T= PME Unit Fee: $0.00 PME Permit Fee: $0.00 ( "'ansiruc:tion :Til : Administrative Fee: Work Without Permit? ® Yes (F) No $0.00 Advanced Planning Fee: $0.00 Select a Non - Residential Building or Structure 0 A Travel Doettinentation .Fees: Strong Motion Fee: IBSEISAIICR $1.53 $ 334.00 Select an Administrative Item. OT E $336.53 a.. . �� Bldg Stds Commission Fee: IBCBSC $1.00 $2.53 a Ufa ch. Plan Cho! k Phimb. Plan Check Elec. Plan Check L1ech. Permit Fee: Plumb. Permit Pee: Fl, Permit Fee: Ofhe; �ilech. Insp. Other Plumb Insp. 01hcr Dec. Insp, Akch. In.sp. Fee: Plumb. Insp. Fee: Elec. Insp. Pee: i! m_._..... •. D..IJ:.. m .4o F;_ .Qnnitnru ,Vowor District. School NOTE: This estimate aoes nottnctuaejees auc tu vuac. ,.G�,�.�..��,.�� ���• - - •- • - -•_e, _ ______ .. District, etc). These ees are based on the relimina info rmation available and are only an estimate Contact the De t or addn'1 info. FEE ITEMS (Fee Resolution 11 -053 Eff.' 711112) FEE QTY/FEE MISC ITEMS Plan Check Fee: $0.00 11 # Awning / Canopy (Support'd by Bldg) $334.00 IAWNATTBLD Canopy Suppl. PC Fee: (E) Reg. 0 OT 0.0 hrs $0.00 PME Plan Check: $0.00 Permit Fee: $0.00 Suppl. Insp. Fee-0 Reg. Q OT 0,0 hrs $0.00 T= PME Unit Fee: $0.00 PME Permit Fee: $0.00 ( "'ansiruc:tion :Til : Administrative Fee: Work Without Permit? ® Yes (F) No $0.00 Advanced Planning Fee: $0.00 Select a Non - Residential Building or Structure 0 A Travel Doettinentation .Fees: Strong Motion Fee: IBSEISAIICR $1.53 $ 334.00 Select an Administrative Item. OT E $336.53 a.. . �� Bldg Stds Commission Fee: IBCBSC $1.00 $2.53 Revised: 04/29/2013 'Uur municipal code requires all businesses working in the city to have a City of Cupertino business license. NO BUILDING FINAL OR FINAL OCCUPANCY INSPECTION(S) WILL._"BE SCHEDULED UNTIL THE GENERAL CONTRACTOR AND AL ONTRACTORS HAVE OB;TAINEDV A =CITY OF CUPERTINO BUSINESS LICENSE.r I am not using any subcontractors: Signature Date Please check applicable subcontractors and complete the following information. a' 6/ SUBCONTRACTOR BUSINESS NAME BUSINESS LICENSE # Cabinets & Millwork Cement Finishing Electrical Excavation Fencing Flooring / Carpeting Linoleum / Wood Glass / Glazing Heating Insulation Landscaping Lathing Masonry Painting / Wallpaper Paving Plastering Plumbing Roofing Septic Tank Sheet Metal Sheet Rock Tile Owner / Contractor Signature JOB ADDRESS: ` -0(oa j M£ PERMIT # OWNER'S NAME: AJ SHAN) A- `(4&W W L1A0 PHONE # : , al b- T9711, -- "� is GENERAL CONTRACTOR: BUSINESS, LICENSE # ADDRESS: 4 LZ- j CITY /ZIPCODE- ? -P-bS (-LF. QS (oi 'Uur municipal code requires all businesses working in the city to have a City of Cupertino business license. NO BUILDING FINAL OR FINAL OCCUPANCY INSPECTION(S) WILL._"BE SCHEDULED UNTIL THE GENERAL CONTRACTOR AND AL ONTRACTORS HAVE OB;TAINEDV A =CITY OF CUPERTINO BUSINESS LICENSE.r I am not using any subcontractors: Signature Date Please check applicable subcontractors and complete the following information. a' 6/ SUBCONTRACTOR BUSINESS NAME BUSINESS LICENSE # Cabinets & Millwork Cement Finishing Electrical Excavation Fencing Flooring / Carpeting Linoleum / Wood Glass / Glazing Heating Insulation Landscaping Lathing Masonry Painting / Wallpaper Paving Plastering Plumbing Roofing Septic Tank Sheet Metal Sheet Rock Tile Owner / Contractor Signature PROPOSED PATIO COVER PROPERTY LINE (E) RESIDENCE (E) DRIVEWAY SITE SCALE: 1" = 20' 14 I 32'+ — I I I 1 I U')I N '-WED FO I Reviewed 0 )y 1 I -- -- 78.00' -- -- 78.00' 111-411 M 00 This set of job site du therefrom, The Stamp be held to of any rc BY DATE PERMIT NO CUPERTINO Building Department CODE COMPLIANCE RODRIGUES AVENUE CUSTOMER 1 CONTRACTOR fanShin & Yanmin Liao 20699 Rodrigues Ave. Cupertino, CA 95014 (650) 696 -3126 Patio Perfections Inc. 2404 Opportunity Dr. Roseville, CA 95678 (916) 871 -6318 patioperfecti ons. com 1 I I I TY DEVELOPMENT DEPARTMENT DINGI DIVISION - CUPERTINO PPROVED ns an specifications MUST be kept at the I con ruction. It is unlawful to make and or alterations on same, or to deviate thout pproval from the Building Official.) of thi jdan and specifications SHALL NOT rmit 10 be an approval of the violation ions of -any City Ordinance or State Law.' I I cakcKED or DArE I LYI LYING DE1°T. D44 vho4,, Sa?� DEPT N PROJECT Apollo Opening Roof System NOTES 3X8 WALL MOUNT LEDGER O� w z - Z ¢ n W o __ 3X8 RAFTER, (2) CENTER RAFTERS t.� CONTAIN STEEL INSERTS, TWO o j L -- _ OUTERMOST RAFTERS ARE FASCIA ONLY u 3 O - -- A -POLLO OPENING 0 w J O w - - - ROOF SYSJ'EM__ w O w M = -' W - - I W F- _. __. 3X3 STEEL POST W/ 10" COLUMN -' J EMBEDDED MIN. 12" INTO - - - -- -- - - - - -- - - -; 33 "X33 "X26" DEEP FOOTING W/ ------------ ------ - - - - -- - - - - (2) #3 BARS EA. WAY AT BOTTOM, -- TYP. OF (2) ---- - - - - -- - - - - 3X8 DOUBLE BEAM, ATTACHED sv— — @ WALL, BOTH WITH STEEL L _ INSERTS j;--J 10' -0" POST SPACING 1' -0" BEAM 11' 4" OVERALL —,Y OVERHANG _PLAN SCALE: 1/4" = 1' -0" A CAL/ F� CUSTOMER CONTRACTOR PROJECT NOTES cri '�tiq YanShin & Yanmin Liao Patio Perfections Inc. Apollo Opening Roof System -(2) Skylights 94 20699 Rodrigues Ave. 2024 Opportunity Dr. 12 Cupertino, CA 95014 Roseville, CA 95678 (650) 696 -3126 (916) 871 -6318 patioperfections.com GF RAL O c na Kt � n N W _C 'a 0 M LIJ U Z J a. L5 �)h, ELEVATION SCALE: 1/4" = V -0" CUSTOMER I CONTRACTOR (anShin & Yanmin Liao 20699 Rodrigues Ave. Cupertino, CA 95014 (650) 696 -3126 Patio Perfections Inc. 2404 Opportunity Dr. Roseville, CA 95678 (916) 871 -6318 patioperfections.com PROJECT Apollo Opening Roof System NOTES -(2) Skylights TABLE OF CONTENTS Louver Patio Cover Calculations ......................................... ..............................1-20 CUPERTINO / guilding Department JUN 0 4 2013 REVIEWED FOR CODE COMPLIANCE Reviewea By: FOR SHEETS LISTED ABOVE: Q�pFESS / E "OH ON E,ys� N PIR 5 `f X Cm\' F OF CA��F�¢ Project Job Ref. pacific geSlgYls Louver Patio Cover 1309 Client Patio Perfections, Inc. Sheet no. /rev. i r Calc• by Date Job Name App'd by Date 2626 Estella Drive (415) 202 -5286 Santa Clara, CA 9SOS I sara@slpacificdesigns.com SH 5/20/13 Liao TABLE OF CONTENTS Louver Patio Cover Calculations ......................................... ..............................1-20 CUPERTINO / guilding Department JUN 0 4 2013 REVIEWED FOR CODE COMPLIANCE Reviewea By: FOR SHEETS LISTED ABOVE: Q�pFESS / E "OH ON E,ys� N PIR 5 `f X Cm\' F OF CA��F�¢ Desion Criteria 2010 California Building Code ASCE 7 -05 2010 Aluminum Design Manual 2010 AISI Standard Assumptions - Louver is extruded w/ 6063 -T6 aluminum or better - Rotator pin is min' /" diameter and is Dupont Delrin plastic w/ F,, of 10.3ksi - Support track is 0.38 "x0.63 "x1/16" and is 6063 -T5 aluminun or better - Pin is held in place by' /2 "x' /2'x1/16" angle, 6063 -T5 aluminun or better - Rafter is 3"x8"x0.042" and is 3034 -H36 aluminum or better, Ft„ = 35ksi with 12gauge insert, - Fy = 50ksi, manufactured by Duralum - Screws shall be self drilling or sheet metal screws per IAPMO ER #0195 - Minimum edge distance for screws is 1.5D 8" Louver Dead Load Project wDt = 1.831 plf Job Ref. Pacific f%eSlGiY15 Louver Patio Cover 1309 Client Wind Desian Criteria, existing Sheet noJrev. *Louvers are designed as compontents and cladding on a partially enclosed buidling, per of ASCE chapter 6 Patio Perfections, Inc. 1 2626 Estella Drive (41 S) 202 -5286 Calc. by Date Job Name App'd by Date Santa Clara, CA 45051 sara@sipacificdesigns.com SH 5/20/13 Liao Exposure Coefficient K_t; Kzt = 1.0 Desion Criteria 2010 California Building Code ASCE 7 -05 2010 Aluminum Design Manual 2010 AISI Standard Assumptions - Louver is extruded w/ 6063 -T6 aluminum or better - Rotator pin is min' /" diameter and is Dupont Delrin plastic w/ F,, of 10.3ksi - Support track is 0.38 "x0.63 "x1/16" and is 6063 -T5 aluminun or better - Pin is held in place by' /2 "x' /2'x1/16" angle, 6063 -T5 aluminun or better - Rafter is 3"x8"x0.042" and is 3034 -H36 aluminum or better, Ft„ = 35ksi with 12gauge insert, - Fy = 50ksi, manufactured by Duralum - Screws shall be self drilling or sheet metal screws per IAPMO ER #0195 - Minimum edge distance for screws is 1.5D 8" Louver Dead Load wDt = 1.831 plf Roof Live Load, 8" tributary area wLLr = 10psf x 8in = 6.67 plf Wind Desian Criteria, existing structure: *Louvers are designed as compontents and cladding on a partially enclosed buidling, per of ASCE chapter 6 Exposure Category: EXPcAT = "B" ( ASCE 6.5.6.3 ) Design Wind Speed: V = 85 mph ( Figure 6-1 ) Exposure Coefficient Kd Kd = 0.85 ( Wind Directionality — Table 6 -4 ) Exp. & Ht. Coef A 15'Kz KZ = 0.57 ( Table 6 -3 ) Exposure Coefficient K_t; Kzt = 1.0 ( Hill Adjustment Factor- deault ASCE 6.5.7.1 ) Gust Factor: G = 0.85 ( ASCE 6.5.8.1 — Rigid Structure ) Importance Factor. Iw = 1.0 ( Table 6 -1 ) Wind Pressure: qh = 0.00256 x KZ x KZt x Kd x (V/ 1 mph )2 x Iw x 1 psf = 8.96 psf External Pressure Coeff: GCp ext= 0.30 Figure 30.4 -2A Internal Pressure Coeff: GCP_i,,t= -1.6 Figure 30.4 -2A External Pressure Coeff: GCP; eXt= -0.55 Table 26.11 -1 Internal Pressure Coeff: GCpi_int= 0.55 Table 26.11 -1 Design Wind Pressure: p_pxt = qh x (GCp_ext - GCpi_ext )= 7.6 psf (downward pressure) pint = qh x (GCP_int - GCpi_int ) = 49.3 psf (upward pressure ) Roof Wind Load, 8" tributary area W, ext = 5.1 plf wW ;,,t = -12.8 plf Governing Load Combinations + D( 1+ 0 .14xSds) +0.75Lr +0.75L +0.75W +H +F +D (0.6 — 0.14 x Sds) + W + H Total Loading Sds = 1.699 wt =(1 + 0.14 x Sds) x WDi. + 0.75 x WLLr + 0.75 x ww ext = 11.1 plf w2 = (0.6 — 0.14 x Sds) x WDL + Ww int = -12.2 plf Louver in Positive Bending *Depth of flange project *Thickness of flange Job Ref. 5L � Pacific t C51IM5 *Table A.3.4 Louver Patio Cover 1309 Client Patio Perfections, Inc. Sheet noJrev. 2 2626 Estella Drive (415) 202 -5286 Calc. by Date Job Name App'd by Date Santa Clara, CA 95051 sara@slpacifkdesigns.com SH 5/20/13 Liao I Governing Load Combinations + D( 1+ 0 .14xSds) +0.75Lr +0.75L +0.75W +H +F +D (0.6 — 0.14 x Sds) + W + H Total Loading Sds = 1.699 wt =(1 + 0.14 x Sds) x WDi. + 0.75 x WLLr + 0.75 x ww ext = 11.1 plf w2 = (0.6 — 0.14 x Sds) x WDL + Ww int = -12.2 plf Louver in Positive Bending *Depth of flange Uniform tension in flange: *Thickness of flange Fb/Qj = 15.2ksi *Part VI Table 2 -21 for 6063 T6 aluminum L = 9.Oft *Table A.3.4 Mmax = Wt x L2 18 = 1346 lb —in Smin_regt = Mmax / FbK21 *Minimum section modulus req'd for tension in flange = 0.089 in Flexure in web Fb/02 = 19.7ksi *Part VI Table 2 -21 for 6063 T6 aluminum Smin_reg2 = Mmax / Fb/ -Q2 *Minimum section modulus req'd for flexture in web = 0.068 in Tension in flange governs, Compression *65.5.2 Flat elements supported on tension edge w/ compression edge free b = 1.196in *Depth of flange t = 0.1 in *Thickness of flange b/t = 11.96 *Web slenderness E = 10100ksi *Table A.3.4 S1 = 9.2 S2 = 19.2 Si < b/t < S2 Fb/Q3 = 27.9 — 0.815 x (b/t) = 18.15ksi *Part VI Table 2 -21 for 6063 T6 aluminum Smin_reg3 = Mmax / Fb/03 *Minimum section modulus req'd for compression = 0.074 in Tension in flange governs, min section modulus required: 0.089in3, OK *Sx of louver is 0.234in3, see attached enercalc Deflection *Allowable defelction is U120 Dmax = L / 120 = 0.90in Dmax =5 x w x 0 ( 384 x E x Imin) Imin = 0.180in4 *Min moment of inertia req'd for deflection OK, *Ix of louver is 0.318in4, see attached enercalc Louver in Neoative Bendina Uniform tension in flange: Fb/f21 = 15.2ksi *Part VI Table 2 -21 for 6063 T6 aluminum L = 9.0ft Mmax = w2 x L2 / 8 = -1480 lb—in Smin_regl = Mmax / Fb/01 *Minimum section modulus req'd for tension in flange = 0.097 in Flexure in web Fb/02 = 19.7ksi *Part VI Table 2 -21 for 6063 T6 aluminum Smin_reg2 = Mmax / Fb/02 *Minimum section modulus req'd for flexture in web = 0.075 in Compression *85.5.2 Flat elements supported on tengion edge w/ compression edge free Fb/Q3 = 27.9 — 0.815 x (b/t) = 18.15ksi *Part VI Table 2 -21 for 6063 T6 aluminum Smin_reg3 = Mm. / Fb/f23 *Minimum section modulus req'd for compression = 0.082 in Tension in flange govems, min section modulus required: 0.097in3, OK *Sx of louver is 0.830in3, see attached enercalc Deflection *Allowable defelction is U120 for Dmax = L / 120 = 0.90in Dmax =5 x w x L4 ( 384 x E x Imin) Imin = 0.198in4 *Min moment of inertia req'd for deflection 4 OK, *Ix of louver is 0.318in, see attached enercalc Project Job Ref. SI. Pacific resigns Louver Patio Cover 1309 Client Sheet no. /rev. Patio Perfections, Inc. 3 2626 Estella Drive (415) 202 -5286 Calc. by Date Job Name App'd by Date Santa Clara, CA 95051 sara@slpacificdesigns.com SH 5/20/13 Liao Deflection *Allowable defelction is U120 Dmax = L / 120 = 0.90in Dmax =5 x w x 0 ( 384 x E x Imin) Imin = 0.180in4 *Min moment of inertia req'd for deflection OK, *Ix of louver is 0.318in4, see attached enercalc Louver in Neoative Bendina Uniform tension in flange: Fb/f21 = 15.2ksi *Part VI Table 2 -21 for 6063 T6 aluminum L = 9.0ft Mmax = w2 x L2 / 8 = -1480 lb—in Smin_regl = Mmax / Fb/01 *Minimum section modulus req'd for tension in flange = 0.097 in Flexure in web Fb/02 = 19.7ksi *Part VI Table 2 -21 for 6063 T6 aluminum Smin_reg2 = Mmax / Fb/02 *Minimum section modulus req'd for flexture in web = 0.075 in Compression *85.5.2 Flat elements supported on tengion edge w/ compression edge free Fb/Q3 = 27.9 — 0.815 x (b/t) = 18.15ksi *Part VI Table 2 -21 for 6063 T6 aluminum Smin_reg3 = Mm. / Fb/f23 *Minimum section modulus req'd for compression = 0.082 in Tension in flange govems, min section modulus required: 0.097in3, OK *Sx of louver is 0.830in3, see attached enercalc Deflection *Allowable defelction is U120 for Dmax = L / 120 = 0.90in Dmax =5 x w x L4 ( 384 x E x Imin) Imin = 0.198in4 *Min moment of inertia req'd for deflection 4 OK, *Ix of louver is 0.318in, see attached enercalc Louver in Shear *G.2 Web shear bw = 1.196in tw = 0.1in bw/tw = 12.0 Aw =2 x bw x tw = 0.24in2 S1 = 35.3 bw/tw < S1 Fb /S2 = 9.1 ksi *Part VI Table 2 -21 for 6063 T6 aluminum V = (Lxw2) /2 =0.05 kips V / Aw = 0.23ksi < FbIQ Loading per Louver P1 = L /2xw1 =50lbs P2 = L / 2 x w2 = -55 Ibs *Maximum end reaction *Maximum uplift end reaction Screw Connection Shear Capacity. support track to rafter Screw bearing, per aluminum manual J.5.6.1 Omega = 3.0 *ASD building type structure D = 0.19in *Diameter of #10 screw d = 0.31 in *Edge distance, screw will be centered support track t1 = 0.06in *Thickness of support track Ft„ 1 = 22ksi *Ultimate yield stress of support track VS-10 = d x t1 x Ft„ 1 /Omega = 136lbs *eq. J.5 -12 Screw tilting, per aluminum manual J.5.6.2 Fm2= 35ksi *Ultimate yield stress of rafter t2 = 0.042in *Thickness of rafter Vs2_10 = 4.2 x ( t23 x D )0'S x Ftu2/ Omega = 184lbs *eq. J.5 -13 Screw shear, per aluminum manual J.5.6.2 Fs„ = 30ksi *Ultimate yield stress of screw A = 3.14 x D2 / 4 = 0.03in2 *Area of screw Vr3_10 = A x FS„ / Omega = 283lbs Project Job Ref. 5� r }� �acl I �G 1`f�?�G�nr� Louver Patio Cover 1309 Client Patio Perfections, Inc. Sheet no. /rev. 4 Calc. by Date Job Name App'd by Date 2626 Estella Drive (415) 202 -5286 Santa Clara, CA 95051 sara@,slpacificdesions.com SH 5/20/13 Liao Louver in Shear *G.2 Web shear bw = 1.196in tw = 0.1in bw/tw = 12.0 Aw =2 x bw x tw = 0.24in2 S1 = 35.3 bw/tw < S1 Fb /S2 = 9.1 ksi *Part VI Table 2 -21 for 6063 T6 aluminum V = (Lxw2) /2 =0.05 kips V / Aw = 0.23ksi < FbIQ Loading per Louver P1 = L /2xw1 =50lbs P2 = L / 2 x w2 = -55 Ibs *Maximum end reaction *Maximum uplift end reaction Screw Connection Shear Capacity. support track to rafter Screw bearing, per aluminum manual J.5.6.1 Omega = 3.0 *ASD building type structure D = 0.19in *Diameter of #10 screw d = 0.31 in *Edge distance, screw will be centered support track t1 = 0.06in *Thickness of support track Ft„ 1 = 22ksi *Ultimate yield stress of support track VS-10 = d x t1 x Ft„ 1 /Omega = 136lbs *eq. J.5 -12 Screw tilting, per aluminum manual J.5.6.2 Fm2= 35ksi *Ultimate yield stress of rafter t2 = 0.042in *Thickness of rafter Vs2_10 = 4.2 x ( t23 x D )0'S x Ftu2/ Omega = 184lbs *eq. J.5 -13 Screw shear, per aluminum manual J.5.6.2 Fs„ = 30ksi *Ultimate yield stress of screw A = 3.14 x D2 / 4 = 0.03in2 *Area of screw Vr3_10 = A x FS„ / Omega = 283lbs Screw Connection Capacity Vc_10 = 2 x VS-10 = 273lbs > 50lbs *(2)-#10 screws per louver, approx. (2) a 8 "o.c., OK Screw Connection Shear Capacity, angle to rafter Screw bearing, per aluminum manual J.5.6.1 Omega = 3.0 *ASD building -type structure D8 = 0.164in *Diameter of #8 screw d8 = 1.5 x D8 = 0.25in *Edge distance, 1.5 x diameter of #8 screw t3 = 0.0625in *Thickness of angle Ft„3 = 22ksi *Ultimate yield stress of angle Vs-8 = d8 x t3 x Ftu3 / Omega = 113lbs *eq. J.5 -12 Screw tilting. per aluminum manual J.5.6.2 Project *Ultimate yield stress of rafter Job Ref. *Thickness of rafter Pacific 12e5w5 x D8 )0'5 x Ft„2/ Omega = 171lbs Louver Patio Cover 1309 Client per aluminum manual J.5.6.2 Sheet no. /rev. *Ultimate yield stress of screw Aa = 3.14 x D82 / 4 = 0.02in2 *Area of screw Patio Perfections, Inc. 5 2626 Estella Drive (415) 202 -5286 Calc. by Date Job Name App'd by Date Santa Clara, CA 95051 Sara @slpacificdesigns.com SH 5/20/13 Liao Screw Connection Capacity Vc_10 = 2 x VS-10 = 273lbs > 50lbs *(2)-#10 screws per louver, approx. (2) a 8 "o.c., OK Screw Connection Shear Capacity, angle to rafter Screw bearing, per aluminum manual J.5.6.1 Omega = 3.0 *ASD building -type structure D8 = 0.164in *Diameter of #8 screw d8 = 1.5 x D8 = 0.25in *Edge distance, 1.5 x diameter of #8 screw t3 = 0.0625in *Thickness of angle Ft„3 = 22ksi *Ultimate yield stress of angle Vs-8 = d8 x t3 x Ftu3 / Omega = 113lbs *eq. J.5 -12 Screw tilting. per aluminum manual J.5.6.2 Ft„2 = 35ksi *Ultimate yield stress of rafter t2 = 0.042in *Thickness of rafter VS2_8 = 4.2 x (t23 x D8 )0'5 x Ft„2/ Omega = 171lbs *eq. J.5 -13 Screw shear, per aluminum manual J.5.6.2 Fs„ = 30ksi *Ultimate yield stress of screw Aa = 3.14 x D82 / 4 = 0.02in2 *Area of screw Vs3_8 = A8 x Fs„/ Omega = 211lbs Screw Connection Capacity Vc_8 = VS-8 = 113lbs > -55lbs uplift *#8 screws per louver, approx. a 8 "o.c., OK Pivot Pin Shear Fy = 10.3ksi *Yield stress of dupont delrin plastic Dp = 0.5in *Diameter of the pin Ap = 3.14 x Dp2 / 4 = 0.196in2 *Area of pin Sp = 3.14 x Dpi / 32 = 0.012in3 *Section modulus of pin Lp = 0.875in *Length of pin + 1 /4in Vrn. = L x w2 / 2 = 55lbs *Max shear FS = Vm. / Ap = 0.28ksi *Shear stress OK by inspection Bending The pins act as an addition to the louver, simple span Mi.5= w2xLpx((L +2xLp) —Lp) /2 = 48lb —in Fy = M,.5 / Sp = 3.9ksi < 0.6Fy = 6.2ksi OK Rafter/Beam/Post/Foundation Assumtions - Rafter is a composite of aluminum and steel, per detail L on sheet 11 of Duralum IAPMO report - Steel insert is ASTM653 Grade 50, detail O on sheet 11 of Duralum IAMPO report - Aluminum is 3x8 aluminum beam, Alum Alloy 3004 -1-136 - For bending, only the section modulus of the steel is used, due to the large difference in allowable bending stresses for the two materials, conservative - For deflection, the composite moment of inertia is used - Flat panels span long direction and will not load rafters Total Loading. PSF w1t = w, x 12in /ft / 8in = 16.6 psf w2t = w2 x 12in /ft / 8in = 48.3 psf Project Job Ref. racific GS+ � (/' 1 Lower Patio Cover 1309 Client Patio Perfections, Inc. Sheet noJrev. 6 Cale. by Date Job Name App'd by Date 2626 Estella Drive (415) 202 -5286 Santa Clara, CA 95051 sara@slpaclfkdesigns.com SH 5120/13 Liao Pivot Pin Shear Fy = 10.3ksi *Yield stress of dupont delrin plastic Dp = 0.5in *Diameter of the pin Ap = 3.14 x Dp2 / 4 = 0.196in2 *Area of pin Sp = 3.14 x Dpi / 32 = 0.012in3 *Section modulus of pin Lp = 0.875in *Length of pin + 1 /4in Vrn. = L x w2 / 2 = 55lbs *Max shear FS = Vm. / Ap = 0.28ksi *Shear stress OK by inspection Bending The pins act as an addition to the louver, simple span Mi.5= w2xLpx((L +2xLp) —Lp) /2 = 48lb —in Fy = M,.5 / Sp = 3.9ksi < 0.6Fy = 6.2ksi OK Rafter/Beam/Post/Foundation Assumtions - Rafter is a composite of aluminum and steel, per detail L on sheet 11 of Duralum IAPMO report - Steel insert is ASTM653 Grade 50, detail O on sheet 11 of Duralum IAMPO report - Aluminum is 3x8 aluminum beam, Alum Alloy 3004 -1-136 - For bending, only the section modulus of the steel is used, due to the large difference in allowable bending stresses for the two materials, conservative - For deflection, the composite moment of inertia is used - Flat panels span long direction and will not load rafters Total Loading. PSF w1t = w, x 12in /ft / 8in = 16.6 psf w2t = w2 x 12in /ft / 8in = 48.3 psf RAFTERS Negative Project Job Ref. Moment Pacific t?eslcm Louver Patio Cover 1309 Client Material Type: A653 Sheet no. /rev. Fy =50 ksi Shear Ixe Patio Perfections, Inc. 7 2626 Estella Drive (415) 202 -5286 Calc. by Date Job Name App'd by Date Santa Clara, CA 95051 Sara @slpacificdesigns.com SH 5/20/13 Liao 8.514 k -in Ae 0.51627 in ^2 RAFTERS Negative Moment Negative Moment Properties of 14 Gauge Steel Insert Maxo 50.475 k —in Material Type: A653 Grade 50, Fy =50 ksi Shear Ixe 7.1111 Compression Positive Moment in ^4 Positive Moment Pao 14.341 k Maxo 46.844 k -in Mayo 8.514 k -in Ae 0.51627 in ^2 Ixe 7.2950 in ^4 Iye 0.6570 in ^4 *Report from CFS Sxe(t) 1.5646 in ^3 Sye(1) 1.1636 in ^3 Tension Sxe(b) 2.2709 in ^3 Sye(r) 0.2844 in ^3 Ta 27.154 k * *Steel insert is ASTM653 Grade 50, 14Ga, detail O on sheet 11 of Duralum IAMPO report Properties of Aluminum Rafter Fy a = 6ksi Ea = 10100ks1 S. = 1.876in3 la = 7.504in4 Aa = 0.916in2 *Yield stress of aluminum, including factors *Modulus of elasticity of aluminum *Section modulus of aluminum, see attached enercalc *Moment of inertia of aluminum, see attached enercalc *Area of aluminum, see attached enercalc Composite Properties 1� =Is +1ax Ea /Es= 9.911n4 Rafter in Positive Bendina L = 17.25ft *Length of rafter LOH = 0.25ft *Lentgth of overhang to = 4.5ft *Tributary area to rafter c = 15 plf *Additional self weight +misc. loading Mr = (wit x ta + c) x L2/8= 3338.5lb-ft Mr .11.ble = 3903lb_ft OK *See CFS report above Deflection of Rafter Dma = L / 240 = 0.86in *Allowable defelction is U240 D,= 5x (wit xto +c)xL4 /(384xESx I,, )= 0.62in OK Rafter in Shear Vr= (Wit xta +c)x L/2= 774lbs V,_albwable = 4.3kips OK *See CFS report above Combined Positive Bending and Shear in Rafter ((M, / Mr- albwable)2 + (Vr / Vr allowable)2 )0.5 = 0.87 < 1.0, Ok Negative Moment Negative Moment Maxo 50.475 k —in Mayo 8.149 k —in Shear Ixe 7.1111 in ^4 Iye 0.5919 in ^4 Vay 4.290 k Sxe(t) 1.6859 in ^3 Sye(l) 0.8455 in ^3 Vax 4.562 k Sxe(b) 1.9446 in ^3 Sye(r) 0.2722 in ^3 *Report from CFS * *Steel insert is ASTM653 Grade 50, 14Ga, detail O on sheet 11 of Duralum IAMPO report Properties of Aluminum Rafter Fy a = 6ksi Ea = 10100ks1 S. = 1.876in3 la = 7.504in4 Aa = 0.916in2 *Yield stress of aluminum, including factors *Modulus of elasticity of aluminum *Section modulus of aluminum, see attached enercalc *Moment of inertia of aluminum, see attached enercalc *Area of aluminum, see attached enercalc Composite Properties 1� =Is +1ax Ea /Es= 9.911n4 Rafter in Positive Bendina L = 17.25ft *Length of rafter LOH = 0.25ft *Lentgth of overhang to = 4.5ft *Tributary area to rafter c = 15 plf *Additional self weight +misc. loading Mr = (wit x ta + c) x L2/8= 3338.5lb-ft Mr .11.ble = 3903lb_ft OK *See CFS report above Deflection of Rafter Dma = L / 240 = 0.86in *Allowable defelction is U240 D,= 5x (wit xto +c)xL4 /(384xESx I,, )= 0.62in OK Rafter in Shear Vr= (Wit xta +c)x L/2= 774lbs V,_albwable = 4.3kips OK *See CFS report above Combined Positive Bending and Shear in Rafter ((M, / Mr- albwable)2 + (Vr / Vr allowable)2 )0.5 = 0.87 < 1.0, Ok S�IPmiect pac�flc neslgns Louver Patio Cover Job Ref. 1309 Client Patio Perfections, Inc. Sheet no. /rev. 8 2626 Estella Drive (415) 202 -5286 Santa Clara, CA 95051 sara@slpaciticdesigns.com Calc. by SH Date 5/20/13 Job Name Liao App'd by Date Rafter in Negative Bending Mr = ( -wet x to + 0.6x c) x L / 8 = 3393.1 lb—ft Mr_allowable_neg = 4206lb_ft OK *See CFS report above Deflection of Rafter Dmax = L / 240 = 0.86in *Allowable defelction is U240 Dr= 5 x ( -w2t x to + 0.6 x c )x L4 / (384 x ES x Ic ) = 0.63in OK Rafter in Shear Vr = (-w2t x ta + 0.6 x c) x L / 2 = 7871bs Vr_ allowable _neg = 4.6kips OK *See CFS report above Combined Neaative Bendina and Shear in Rafter ((Mr / Mr_ allowable _neg)2 + (Vr / Vr allowable_neg)2 )0 5 = 0.82 < 1.0, Ok Rafter Connection to Beam Below *Directly connect steel insert of rafter to beam below Zss_14 = 207lbs *Pullout capacity of #14 screw per ICC -ES ESR report 1976 ZAS_14 = 266lbs *Pullout capacity of #14 screw connecting aluminum to steel Vss t4 = 524lbs *Shear capacity of #14 screw per ICC -ES ESR report 1976 VAS 14 = 207lbs *Shear capacity of #14 screw connecting aluminum to steel Rafter to Beam *Use (4) -#14 screws Ur = P-int x to x ( LOH + L / 2 )_ - 769lbs Ztotal = 4 x ( ZSS t4 + ZAS 14) = 1892lbs OK *Total capacity, (2) screws will be connected to the steel insert in the beam below and (2) will be connected to the aluminum beam. Total 8 screws, 4 per beam of double beam below *Overtuming,See lateral calcs Connection to House *Use Durlum manufactured 3'x8" aluminum rafter bracket, IAMPO report detail 7, sheet 8 Rafter to Bracket *Use (6) -#14 screws Vtotal = 6 x VAA t4 = 1242lbs > Vr = 787lbs OK Bracket to House *Use (4)- SDS25500 Simpson screws V5ds = 350lbs Vtotal sds = 4 x Vsds = 1400lbs > Vr = 787lbs OK *SDS screws to be attached to solid framing 5L pacific f%esigns Project Louver Patio Cover Job Ref. 1309 Client Patio Perfections, Inc. Sheet no. /rev. 9 l 2626 Estella Drive (41 S) 202 -5286 Santa Clara, CA 45051 sara@slpacificdesigns.com Calc. by SH Date 5120/13 Job Name Liao App'd by Date Beam Negative Moment Moment Negative Properties of 14 Gauge Steel Insert *See attached enercalc Mb_allovable = 3.91<0_ft OK Maxo 50.475 Material Type: A653 Grade 50, Fy =50 ksi 8.149 k -in Shear Compression Positive Moment in ^4 Positive Moment Pao 14.341 k Maxo 46.844 k -in Mayo 8.514 k -in Ae 0.51627 in ^2 Ixe 7.2950 in ^4 Iye 0.6570 in ^4 Sxe(t) 1.5646 in ^3 Sye(1) 1.1636 in ^3 Tension Sxe(b) 2.2709 in ^3 Sye(r) 0.2844 in ^3 Ta 27.154 k * *Steel insert is ASTM653 Grade 50, 14Ga, detail O on sheet 11 of Duralum IAPMO report Composite Properties Ic = ( IS + la x Ea / Es) = 9.91 in4 Unfactored end reactions to insert into Enercalc. Rafter VDL = ((1 + 0.14 x Sds) x WDL x 12in /ft / 8in x (ta )+c ) x ( L/2+ LoH ) = 269lbs VLLr = ( 10psf x to ) x ( L/2+ LOH ) = 3991bs Vw, down = (p_ext x to ) x ( L / 2 + LOH ) = 304lbs Vw up = (p_int x to ) x ( L / 2 + LOH ) _ - 769lbs Negative Moment Moment Negative Moment *See attached enercalc Mb_allovable = 3.91<0_ft OK Maxo 50.475 k -in Mayo 8.149 k -in Shear Ixe 7.1111 in ^4 Iye 0.5919 in ^4 Vay 4.290 k Sxe(t) 1.6859 in ^3 Sye(1) 0.8455 in ^3 Vax 4.562 k Sxe(b) 1.9446 in ^3 Sye(r) 0.2722 in ^3 *Report from CFS , * *Steel insert is ASTM653 Grade 50, 14Ga, detail O on sheet 11 of Duralum IAPMO report Composite Properties Ic = ( IS + la x Ea / Es) = 9.91 in4 Unfactored end reactions to insert into Enercalc. Rafter VDL = ((1 + 0.14 x Sds) x WDL x 12in /ft / 8in x (ta )+c ) x ( L/2+ LoH ) = 269lbs VLLr = ( 10psf x to ) x ( L/2+ LOH ) = 3991bs Vw, down = (p_ext x to ) x ( L / 2 + LOH ) = 304lbs Vw up = (p_int x to ) x ( L / 2 + LOH ) _ - 769lbs Positive Bending Moment Mb = 0.536kip_ft *See attached enercalc Mb_allovable = 3.91<0_ft OK * *See CFS report above Shear Vb = 0.84kips *See attached enercalc Vb_allovable = 4.3 kips OK * *See CFS report above. Combined Moment and Shear ((Mb / Mb_allowable)2 + (Vb / Vb_allovable)2 )0.5 = 0.24 < 1.0, Ok Deflection Deflection = L / 2184< L 1240 OK *See attached enercalc Negative Bending Moment Mb = 0.294kip_ft *See attached enercalc Mb_allowable_neg = 4206lb_ft OK *See CFS report above Shear Vb = 0.582kips *See attached enercalc Vb_ allowable _neg = 4.6klps OK *See CFS report above Combined Negative Moment and Shear ((Mb / Mb_allowable_neg)2 + (Vb / Vb_allowable_neg)2 )0.5 = 0.14 < 1.0, Ok Deflection L / 2184 < L / 240 OK *See attached enercalc Beam to Post Connection *Use (8) -#14 screws *Per detail 23, sheet 14 Durlum IAPMO ER#0195 Vtotal = 8 x VAS t4 = 1656lbs OK *Total capacity Project Job Ref. SL pacific nesicm Louver Patio Cover 1309 Client Sheet no. /rev. l J Patio Perfections, Inc. 10 Calc. by Date Job Name App'd by Date 2626 Estella Drive (415) 202 -5286 Santa Clara, CA 95051 sara @slpacificdesigns.com SH 5/20/13 Liao Negative Bending Moment Mb = 0.294kip_ft *See attached enercalc Mb_allowable_neg = 4206lb_ft OK *See CFS report above Shear Vb = 0.582kips *See attached enercalc Vb_ allowable _neg = 4.6klps OK *See CFS report above Combined Negative Moment and Shear ((Mb / Mb_allowable_neg)2 + (Vb / Vb_allowable_neg)2 )0.5 = 0.14 < 1.0, Ok Deflection L / 2184 < L / 240 OK *See attached enercalc Beam to Post Connection *Use (8) -#14 screws *Per detail 23, sheet 14 Durlum IAPMO ER#0195 Vtotal = 8 x VAS t4 = 1656lbs OK *Total capacity S�IProject racific neslcm Louver Patio Cover Job Ref. 1309 Client Patio Perfections, Inc. Sheet no. /rev. 11 l y 2626 Estella Drive (41 S) 202 -5286 Santa Clara, CA 95051 sara @slpacificdesigns.com Calc. by SH Date 5 /20113 Job Name Liao App'd by Date Lateral Design Assumtions - Post is 3x3x3 /16steel, ASTM A500 grade B, per detail G, sheet 8 of Duralum IAPMO report - If slab on grade exists, sliding is not considered in the foundation calcs - Foundation per detail 9, sheet 10 of Duralum IAMPO report Seismic Design: *Patio Cover is attached to the house, per 15.3: For the condition where the weight of the nonbuilding structure is less than 25% of the combined weight of the nonbuilding strucutre and the supporting structure, the design seismic forces of the nonbuilding strucutre shall be determined in accordance with Chapter 13. SDS = 1.423 Si = 1.298 Occupancy Category: II Importance Factor: Ip = 1.0 Seismic Design Category: E Component Response Modification Factor: Rp = 3.5 *Per table 13.5 -1 Component Application Factor: ap = 1.0 *Per table 13.5 -1 Min Seismic Design Force Fp-min = 0.3 x SDS x Ip =0.43 Seismic Design Force Fp = 0.4 x ap x SDS x (1 + 2 x 1) / ( Rp / Ip) =0.49 x W *Eq. (13.3 -1) Structure Weight/Post: Column weight w. = 8.Oplf Height H = 10.33ft Weight/Post Wp = 333lbs + H x w. = 416lbs *See attached enercalc for post loading Lateral Force: Vt = Fp x Wp = 203lbs *Base shear, per connection Mt = Wp x H x Fp + w,: x ( H / 2 ) x H x Fp = 27.6 kip_in *Moment at beam to post connection SL Pacific be51!am Project Louver Patio Cover Job Ref. 1309 Client Patio Perfections, Inc. Sheet no./rev. 12 l J 2626 Estella Drive (415) 202 -5286 Santa Clara, CA 95051 sara @slpacificdesigns.com Cale. by SH Date 5/20/13 Job Name Liao App'd by Date Foundation Design: Unfactored Loads per post: *HSS3x3x3 /16 post per detail G on sheet 8 of Duralum IAMPO report Foundation per detail 9, sheet 10 of Duralum IAMPO report, post embedded min 12" into foundation Post embedded minimum 12" into footing. WP = 416lbs *Dead load WLLr = 400lbs *Live load roof Ww = - 770lbs *Wind load Vt = 203lbs *Base shear Mt = 2303lb ft *Moment at base *See attached enercalc for post & foundation calcs Use 33 "x33 "x26" deep footina w/ (2143 bars each wav at bottom w/ 3" cover, t Overturning of Rafter Connection to Beam V, = Vr x Fp = 384lbs *Shear per connection of rafter & beam h„ = 4in *Half height of rafter x1 = 2.Oin *Moment arm of screws in first row X2 = 1.0in *Moment arm of screws in second row Zscraws_req = Vi x h„ / ( x1 + x2) = 512lbs *Pullout load on screws Zscrews =2 x ( ZAA_14 + ZAS_14 ) = 724lbs OK *One screw will be attached to aluminum in each beam below & other attached to steel insert in each beam below Po,Mod: 121•AAR 2012, 3 29R File: i.1s=kSwBibUR tsY- aAwVwvCGeneral Section Property Calculator 10_7 11.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.3.6. Ver6.12.3.6 KW-06009342 Licensee: SL Pacific Designs Description : 8" Louver Final Section Properties Total Area 1 355 in ^2 Calculated final C.G. distance from Datum : X cg Dist. 4.081 in Y cg Dist. 0.3836 in Edge Distances from CG. +X 4.343 in -X -4.094 in +Y 1.357 in -Y - 0.3836 in Ixx = 0.300 in 0.3182 inA4 lyy = Rotation = 10.989 in A 4 Sxx : - Y Ixx = 0.8295 in ^3 Sxx : +Y -0.017 in ^3 0.2344 in 13 Syy : - X lyy = 2.685 in ^3 Syy : +X -0.017 in 13 2 530 in 13 r xX Ryy = 0.043 in 0.4845 in r yy 0.100 in 2.847 in General Shapes Ixx = 0.005 in A4 Sxx = -0 017 in ^3 Rxx = 0.180 in _ Rect : 1 0.005 in 14 Syy = Area = 0.019 in ^2 Xcg = Width = 0.300 in Ycg = NEWCirc : 2 Ixx = 0 000 in A4 Area = 0.157 in 12 Xcg = lyy = 0.000 inA4 Ycg = Rect : 3 Ryy = 0.066 in 0.100 in Area = 0.120 in ^2 Xcg = 0 dec CCW Ixx = Ycg = MEWR-ect : 4 0.006 in ^3 Rxx = 0.029 in Area = 0.320 in ^2 Xcg = 0.223 in ^3 Ryy = 1.057 in Ycg = OEM Rect : 5 Area = 0 015 in 12 Xcg = Ycg = ONE Circ : 6 Area = 0.157 in ^2 Xcg = Ycg = Rect : 7 Area = 0 036 in ^2 Xcg = Ycg = Rect : 8 Area = 0.366 in ^2 Xcg = Ycg = Height = 0.249 in Width = 0.075 in Rotation = 0 dec CCW 0.025 in Ixx = 0.000 in ^4 Sxx = 0.001 in ^3 Rxx = 0.072 in 1.021 in lyy = 0.000 inA4 Syy = 0.000 in ^3 Ryy = 0.022 in Radius = 0.300 in Thickness 0.100 in Rotation = 0 dec CCW 0.300 in Ixx = 0.005 inA4 Sxx = -0.017 in ^3 Rxx = 0.180 in 1.441 in lyy = 0.005 in"4 Syy = -0.017 in 13 Ryy = 0.180 in Height = 1.196 in Width = 0.100 in Rotation = 0 dec CCW 0.598 in Ixx = 0.014 inA4 Sxx = 0.024 in ^3 Rxx = 0.345 in 0.650 in lyy = 0.000 inA4 Syy = 0.002 in "3 Ryy = 0.029 in Height = 2 -330 in 0.050 in Height = 3.744 in 0.150 in Radius = 4.147 in 0.350 in Height = 4 621 in 0.150 in Height 6.581 in 0.050 in 0.100 in Ixx = lyy = Width = 0 000 in A4 0.273 inA4 3.200 in Sxx = Syy = Rotation = 0.005 in A3 0.171 in 13 0 dec CCW Rxx = 0.029 in Ryy = 0.924 in 0.100 in NO = 0.150 in Rotation = 0 dec CCW Ixx = 0.000 inA4 Sxx = 0.000 in ^3 Rxx = 0.029 in lyy = 0.000 in^4 Syy = 0.000 in "3 Ryy = 0.043 in 0.300 in Thickness 0.100 in Rotation = 0 dec CCW Ixx = 0.005 in A4 Sxx = -0 017 in ^3 Rxx = 0.180 in lyy = 0.005 in 14 Syy = -0.017 in ^3 Ryy = 0.180 in 0.120 in Width = 0.300 in Rotation = 315 dec CCW Ixx = 0 000 in A4 Sxx = 0.001 in A3 Rxx = 0 066 in lyy = 0.000 inA4 Syy = 0.001 in A3 Ryy = 0.066 in 0.100 in Width = 3.661 in Rotation = 0 dec CCW Ixx = 0.000 in ^4 Sxx = 0.006 in ^3 Rxx = 0.029 in lyy = 0.409 inA4 Syy = 0.223 in ^3 Ryy = 1.057 in Pnntcd 12CIAF2012 329P, General Section Property Calculator File: C:U1sem\ Sarat DmumentsUDuverlbuver _10_7_11.ec6 p y ENERCALC, INC. 1983 -2011, Build:6.12.3.6, Ver:6.12.3.6 KW-06009342 Licensee: SL Pacific Designs Description : 8" Lower _ Rect : 9 Height = 1.005 in Width = 0.165 in Rotation = 0 dec CCW Area = 0.166 in ^2 XCg = 8.342 in Ixx = 0.014 in^4 Sxx = 0.028 in A3 Rxx = 0.290 in YCg = 0.602 in lyy = 0.000 in ^4 Syy = 0.005 inA3 Ryy = 0.048 in P-tod 12 tot4R 2012 3 31P6:1 General Section Property Calculator File: C:\ usersXSwaU =mentdLouverUmver_10_7_11.ec6 p y ENERCALC, INC. 1983 -2011, Build:6.123.6, Ver6.12.3.6 Description : Aluminum Final Section Propertir Total Area 0.9196 inA2 Calculated final C.G. distance from Datum X cg Dist. 1.504 in Y cg Dist. 4.0 in Edge Distances from CG. Width = +X 1.496 in -X -1.504 in +Y 4.0 in -Y -4.0 in Ixx = lyy = Sxx: - Y Sxx: +Y Syy: - X Syy: +X r xx r yy General Shape 7.504 inA4 1.649 inA4 1.876 inA3 1.876 inA3 1.096 inA3 1.103 inA3 2.857 in 1.339 in - Rect : 6 Height = 0.042 in Width = 3.000 in Rotation = 0 dec CCW Area = 0.126 inA2 Xcg = 1.500 in Ixx = 0.000 inA4 Sxx = 0.001 inA3 Rxx = 0.012 in Ycg = 0.021 in lyy = 0.095 inA4 Syy = 0.063 inA3 Ryy = 0.866 in Rect : 7 Height = 0.042 in Width = 3.000 in Rotation = 0 dec CCW Area = 0.126 inA2 Xcg = 1.500 in Ixx = 0.000 inA4 Sxx = 0.001 inA3 Rxx = 0.012 in Ycg = 7.979 in lyy = 0.095 inA4 Syy = 0.063 inA3 Ryy = 0.866 in Rect : 8 Height = 7.916 in Width = 0.042 in Rotation= 0 dec CCW Area = 0.332 inA2 Xcg = 0.021 in Ixx = 1.736 inA4 Sxx = 0.439 inA3 Rxx = 2.285 in Ycg = 4.000 in lyy = 0.000 inA4 Syy = 0.002 inA3 Ryy = 0.012 in Rect : 9 Height = 7.979 in Width = 0.042 in Rotation = 0 dec CCW Area = 0.335 inA2 Xcg = 2.979 in Ixx = 1.778 inA4 Sxx = 0.446 inA3 Rxx = 2.303 in Ycg = 4.000 in lyy = 0.000 inA4 Syy = 0.002 in13 Ryy = 0.012 in i General Beam Analysis i KW-G6009342 File.C:XUws%Swa' Doc nw tstou ver` oWl309- Dao'CalDs11309_en�aID-ec6 ENERCALC, INC. 1983 - 2012, Build:6.12.9.26, Ver6.12.9.30 Description : Beam with steel insert, Positive Bending Lr Only General Beam Properties 0.399 Elastic Modulus 29,000.0 ksi 0.304 Span #1 Span Length = 1.0 ft Area = 1.0 in A2 Moment of Inertia = 9.910 iri Span #2 Span Length = 10.0 ft Area = 1.0 in ^2 Moment of Inertia = 9.910 in^4 Span #3 Span Length = 1.0 ft Area = 1.0 in ^2 Moment of Inertia = 9.910 in^4 D 0.0120 (0.257) LrO.399) W(0.304) (0.257) Lr0.399) W(0.304)+ Span = 1." Span = 10.0 ft Span = 1.0 ft Applied Loads Loads on all spans... Uniform Load on ALL spans: D = 0.0120 k/ft, Tributary Width =1.0 ft Load(s) for Span Number 2 Point Load: D = 0.2570, Lr = 0.3990, W = 0.3040 k @ 0.50 ft Point Load : D = 0.2570, Lr = 0.3990, W = 0.3040 k @ 9.50 ft DESIGN SUMMARY Maximum Bending = 0.536 k -ft Load Combination +D+0.750Lr+0.750L+0.750W +H Location of maximum on span 5.063ft Span #where maximum occurs Span #2 Maximum Deflection Max Downward L +Lr +S Deflection 0.015 in Max Upward L +Lr +S Deflection -0.006 in Max Downward Total Deflection 0.046 In Max Upward Total Deflection -0.017 In Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl 1 0.0000 D+Lr +W 2 0.0460 3 0.0000 Vertical Reactions - Unfactored Service loads entered. Load Factors will be applied for calculations. Maximum Shear = Load Combination Location of maximum on span Span #where maximum occurs Location in Span Load Combination 0.000 D+Lr +W 5.063 5.063 D+Lr+W Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 D Only 0.329 0.329 Lr Only 0399 0.399 W Only 0.304 0.304 D+Lr 0728 0.728 D +W 0.633 0.633 D+Lr+W 1.032 1.032 0.8443 k +D+0.750 Lr+0.7 50 L+0.750 W +H 1.000 ft Span # 1 Max. " +" Defl Location in Span 0.0000 0.000 - 0.0165 1.000 Values in KIPS General Beam Analysis File: C:wsers4SaaU=ffe"ts'LaverUobs "309- DeotCalcsi1309- e�a1c.ec6 i ENERCALC, INC. 1983 -2012, Build:6.12.9.26, Ver 6.12.9.30 Description : Beam with steel insert, Negative Bending General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 1.0 ft Area = 1.0 iri Moment of Inertia = 9.910 in ^4 Span #2 Span Length = 10.0 ft Area = 1.0 in ^2 Moment of Inertia = 9.910 in"4 Span #3 Span Length = 1.0 ft Area = 1.0 in A2 Moment of Inertia = 9.910 in^4 D(0.0120) D(0.257) W(- 0.769) D(0.257) W(- 0.769) Span = 1.0 rt Span = 10.0 ft bean = 1.0 ft Applied Loads Loads on all spans... Span Uniform Load on ALL spans: D = 0.0120 k/ft, Tributary Width =1.0 ft Load(s) for Span Number 2 W Only Point Load: D = 0.2570, W = - 0.7690 k @ 0.50 ft 0.0110 Point Load: D = 0.2570, W = - 0.7690 k @ 9.50 ft -0.440 DESIGN SUMMARY 0.0000 Maximum Bending = 0.294 k -ft Load Combination +0.60D +W +H Location of maximum on span 9.494ft Span #where maximum occurs Span # 2 Maximum Deflection Support notation : Far left is #1 Max Downward L +Lr +S Deflection 0.000 in Max Upward L +Lr +S Deflection 0.000 In Max Downward Total Deflection 0.011 in Max Upward Total Deflection -0.006 in Overall Maximum Deflections - Unfactored Loads Service loads entered. Load Factors will be applied for calculations. Maximum Shear = Load Combination Location of maximum on span Span #where maximum occurs Load Combination Span Max. " " Dell Location in Span Load Combination W Only 1 0.0110 0.000 -0.440 2 0.0000 0.000 W Only W Only 3 0.0110 1.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 D Only W Only D +W Support 2 Support 3 Support 4 -0769 -0.769 0.329 0.329 -0769 -0.769 -0.440 -0.440 0.5815 k +0.60 D +W +H 9.620 ft Span #2 Max. " -" Deft Location in Span - 0.0295 5.063 0.0000 5.063 Values in KIPS Steel Column File: G: usersksamuocumemscouvenausxlJt M-jJaoualCSllsuyenemalC.eco ENERCALC, INC. 1983 -2012, Buik1:6.12.9.26, Ver6.12.9.30 Description: HSS3x3x3 /16 Steel Post Code References Calculations per AISC 360 -05, IBC 2006, CBC 2007, ASCE 7 -05 Load Combinations Used : 2006 IBC & ASCE 7 -05 General Information Steel Section Name: HSS3x3x3 /16 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 46.0 ksi E: Elastic Bending Modulus 29,000.0 ksi Load Combination : 2006 IBC & ASCE 7 -05 Applied Loads Column self weight included'. 70.770 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.330 ft, D = 0.4160, LR = 0.40, W = -0.770 k BENDING LOADS ... Lat. Point Load at 10.30 ft creating Mx -x, E = 0.2030 k DESIGN SUMMARY Overall Column Height 10.330 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (budding) along columns: X -X (width) axis : Unbraced Length for X -X Axis buckling= 8.75 ft, K = 1.0 Y -Y (depth) axis : Unbraced Length for X -X Axis buckling = 8.75 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0.3319 : 1 Maximum SERVICE Load Reactions- Load Combination +D +0.70E +H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are. Top along Y -Y 0.0 k Pa: Axial 0.4868 k Bottom along Y -Y 0.2030 k Pn / Omega: Allowable 29.422 k Ma-x: Applied -1.464 k -ft Maximum SERVICE Load Deflections. . Mn -x / Omega: Allowable 4.522 k -ft Along Y -Y 1.790 in at 10.330ft above base for load combination: E Only Ma -y :Applied 0.0 k -ft Mn -y / Omega: Allowable 4.522 k -ft Along X -X 0.0 in at 0.0 ft above base for load combination PASS Maximum Shear Stress Ratio = 0.009971 : 1 Load Combination +D +0.70E +H Location of max.above base 0.0 ft At maximum location values are.. . Va Applied 0.1421 k Vn /Omega: Allowable 14.252 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 fl W Only 0.0000 in 0.000 ft 0.000 in 0.000 fl E Only 0.0000 in 0.000 ft 1.790 in 10.330 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D +W 0.0000 in 0.000 ft 0.000 in 0.000 ft D+Lr -W 0.0000 in 0.000 ft 0.000 in 0.000 ft D+E 0.0000 in 0.000 ft 1.790 in 10.330 ft D+Lr --E 0.0000 in 0.000 ft 1.772 in 10.261 ft re: c:\ Usrs% bareviocumentslLouver %joDsx10u2f _ uaowaasnsua— enercaa.eoo General Footin g ENERCALC, INC. 1983 -2012, Build:6.12.9.26, Ver:6.12.9.30 Description : Spot Footing Number of Bars - 2.0 Code References 3 Bars parallel to Z -Z Axis Calculations per ACI 318 -05, IBC 2006, CBC 2007, ASCE 7 -05 2.0 Reinforcing Bar Size = # Load Combinations Used: 2006 IBC & ASCE 7 -05 Bandwidth Distribution Check (ACI 15.4.4.2) General Information n/a # Bars required within zone n/a Material Properties n/a Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 150.0 pcf Concrete Density = 145.0 pcf SoiVConcrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel %Bending Reinf. _ .000040 Allowable pressure increase per foot of deptl= ksf Min Allow %Temp Reinf. _ .000080 when footing base is below = ft Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 2.750 ft Length parallel to Z -Z Axis = 2.750 ft Footing Thicknes = 26.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height - in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars - 2.0 Reinforcing Bar Size = # 3 Bars parallel to Z -Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Z D Lr L S W E H P: Column Load = 0.4160 0.40 -0.770 k OB : Overburden = ksf M -xx = k -ft M -zz = 2.303 k -ft V -x = 0.2030 k V -z = k General Footing 9 File:CtJ sXsffaU= mwtstouve�lJ "1309_UaolCalcs113"Ver-6.12.6.30 ENERCALC, INC. 1983-2012, Buik1:6.12.9. 1.11' Description : Spot Footing DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9718 Soil Bearing 1.763 ksf 1.814 ksf +0.60D+0.70E+H PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS 1.20 Overturning - Z -Z 1.920 k -ft 2.303 k -ft 0.6D+0.7E PASS 4.988 Sliding - X -X 0.1421 k 0.7088 k 0.6D+0.7E PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS 2.176 Uplift -0.770 k 1.675 k +0.60D +W PASS 0.08854 Z Flexure ( +X) 0.7301 k -ft 8.246 k -ft +0.90D +E +1.60H PASS 0.03241 Z Flexure ( -X) 0.2673 k -ft 8.246 k -ft +0.90D +E +1.60H PASS 0.009530 X Flexure ( +Z) 0.1424 k -ft 14.943 k -ft +1.20D +1.60Lr+0.50L PASS 0.003132 X Flexure ( -Z) 0.04680 k -ft 14.943 k -ft +0.90D +E +1.60H PASS n/a 1 -way Shear ( +X) 0.0 psi 75.0 psi n/a PASS 0.0 1 -way Shear ( -X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear ( +Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear ( -Z) 0.0 psi 75.0 psi n/a PASS n/a 2 -way Punching 0.4533 psi 75.0 psi +0.90D +E +1.60H APOLLO OPENING ROOF —LOUVER DETAILS 1. Support track mounts directly to beam. See SL Engineering data for screw criteria. 3x8 BEAM SUPPORT TRACK . t • X10 x 5/8 TEK SCREW (1/4" HEAD) -1 n:.... +..;_ 11;A_, ;_. _ 1......,... ..;- ----- :... +, -.-I, C,-.,-. CI C.-- ; ---- ;--A +-, i�cvicvavv �� 3. Finished assembly. Pivot pin and support track assemblies mirrored for opposing side of louver. CUPERTINO Building D'Patnent JUN O q 2013 REVIEWED FOR CODE COMPLIANCE Reviewed By �,,, �m Lu U TOM CAMPBELL & ASSOCIATES, INC. 1 :p PA O E A BY: CL U GATE: 10101!2(172 SCALE; NON SCALE; NONE Lrl O 10, 20 ✓4 30 psI DURALUM PRODUCTS, INC. 8208 ALPINE SACRAMENTO, LL LL v N UJ L1 N HORIZ. WMD= 80, 100&110MPH AVE.. CA 85828 ( 818) 452.7021 FAX403 -1518 ssbs®tlN91"m,tam SNEET80F 33 LU COLUMN I P1 ST TYPES & SURFACE MOUNT ATfiACHNiENT OE TA L$ -- MAX. HEIGHT = 10' r3—r2-1 M__ AX. HEIGHT C) =10' 3.00 "SQ. {._ jj�� .o24" #10 sMs 3.00" SQ. 3.00 " SQ. I 032" ' AqL4� TJIVf '- 6." 032 64. "OSIDCE 3" �14 1".R TYP0f .040* O ALUM, .048 "STEEL 5 O518" PLASTIC PLUG .28" o 0 3" SQ. ALUM. POST 3" SQ. ALUM. POST MAG POST WITH SIDE PLATES O, 3" UM, STEEL POST 3" SO. ALUM, POST ALUM. ALLOY 3004 -H36 ALUM. ALLOY 3004 -H36 ALUM, ALLOY 6083-T6 ALUM. ALLOY 3.00" OR 2,0^ 6063 -T6 241.5 40" q 7116 "0 HOLE 1,375" FOR 3/B` MB y�" 2 FLANGES 2 1/8' APART .75' ASTM GRADE 36 STEEL 1.125" 71i�" INSTALL 1 �i' x 1}4' x g HOC WASHER PLATE AT ANCHORS 75" 75" BASE FLARES 157" TO 31WIDE EA. 1.60" wp'l ' 1 SIDE OF FLANGES POST ONLY I INSTALLI "xi "x "HOG 090" TYP. 5`50" 1- 7116.0 HOLE WASHER PLATE AT ANCHO r & 2 -318" HOLES FOR 110 MPH 2- 5 /16 "fri HOLES TYP. EA. SIDE ALUM "T" BRACKET STEEL "T" BRACKET 5 T ALLIK ALLOY 6063 -T6 "H" BRACKET 525412 #14 SS, 3 PER DSIDE i DWN BY: E.N. TOM CAMPBELL & ASSOCIATES, INC. -1 LNEtOAO= PA O E A BY: IAPMO ER# 0186 GATE: 10101!2(172 SCALE; NON SCALE; NONE COMMERCIAL AND RESIDENTIAL STRUCTURAL ENGINEERING ,COLUMN POST1YP�8 10, 20 ✓4 30 psI DURALUM PRODUCTS, INC. 8208 ALPINE SACRAMENTO, RANCHO CUCAMONGA, CA.(951j741 -219 HORIZ. WMD= 80, 100&110MPH AVE.. CA 85828 ( 818) 452.7021 FAX403 -1518 ssbs®tlN91"m,tam SNEET80F 33 I ",.6 99-1 MCl�•.� �flt 3a 09Y :. EVIEV` ED I'OR GODE COMPLIi ATTACHED ALTERNATE FTG. ALUM.TBRACKET USE WITH POST TYPE 8,C,D, OR E. CUBE SIZE SQ.IWDEEP STEEL POST ONLY: FOOTING SIZE SINGLE POSTS "r BRACKET @ 3 "SQ. POST WI 18" STEEL.'rBRACKET USE WITH 12' , USE POST TYPE F. G. H, J OR K ((3}516'0 BOLTS POR POST TYPE J '� 12" . (2)-#12 SMS EA (2 )-I2 "0 POST TYPE B,C,D,E,F,G,KJ OR K 22' 25" SQ. 16" —{ (4) -12'0 3 "SQ. POST SIDE OF POST OR 3 ' SQ. POST .T ALUMBRACKET: USE t(2 316'0 }. HLTI 20' 26" 32" SO. 41 "O "INSERT 1 /4'M.B.THROUGH 4" K01 OLTSOREQUAL in DEPTH OF I 35" - 39' CUBED 2 }to BOLTS �C)Fi 16 POST SEE NOTES W BElO STEELTBRACKET; USE t2 }9f8'Ff HILTI KWIK FOOTING OR MIN, EMBD. E 30" ALL OTHER CONDITIONS 46- x'18$• ASTM A36 (2 }114 "0 POWERS WEDGE- 34" BOL7B OR EQUAL 12" I 36" 51" SQ. 34" BOLTS +, OR EQUAL, EACH 65" SQ. 2 %* EMBEDMENT DEPTH 40" 60" SQ. 39" 42" STEEL BRACKET TO SLAB. aa" FOR KWIK BOLTS) 43 j = yr i W/4' SUB T.O.C. MINIMUM DISTANCE TO I EDGE OF SLAB = 4' OR TO CRACK = 10" d ; r= Lu 71. ASTM A672 STEEL (1 74" MIN. EMBEDMENT) 4 ' ' • i.t1'•. 13 a DE TH a (n)- 1n'OM.B. LONG, 1' X SLAB SHALL BE IN a FC(MNDG sEEnOTEE FROM END GOOD CONDITION OF POST t�' m r SQ, POST (STl ) Tt OR FLUTED 3 112" MIN. FOR SEE FOOOTINO POURED SQUARE, SEE FTG. OR 4" SQ. POST TL.) ' SCHEDULE QUARE-- CONCRETE SCHEDULE IN BEAM INSERT TABLE FOOTING SPAN TABLE PL.5f8"THK. ' -- - - -• ) 7 4 RTI SQUARE PdST EMBED' EXISTING SLAB x " SQ. POSTS F ING INTO r 12" 6" 11n' I ",.6 99-1 MCl�•.� �flt 3a 09Y :. EVIEV` ED I'OR GODE COMPLIi ATTACHED ALTERNATE FTG. R9MYON1^` FOOTING & ANCHOR BOLTS CUBE SIZE SQ.IWDEEP "CUBE FTG. FOOTING SIZE SINGLE POSTS EMBED. 18" 16^ SQ. 12' BOLTS 20" 21" SQ. 12" . 23" & 24' CUBED (2 )-I2 "0 3114" 22' 25" SQ. 16" 25" - 30' CUBED (4) -12'0 31/4• 24" 28^ SQ. 20' 26" 32" SO. 23' 31' - 34" CUBED (4)510"0 4" 28" 35" SQ. 25" 35" - 39' CUBED (4)314.0 4 314' 30" 39" SQ. 2B" 32" 43" SQ. 30" 40"- 47 CUBED (4)314'0 4 314' 34" 47" 5Q. 32" NOTES: BOLTS SHALL BE HILT] KWIK SOLT TZ STAINLESS STEEL I.C.C. EVALUATION SERVICE INC,, ESR 4917 OR EQUAL. 36" 51" SQ. 34" 38" 65" SQ. 37" 40" 60" SQ. 39" 42" 64" SQ. a1^ aa" 69' SQ, 43 ' CUBE FOOTING W/4' SUB NOTES: ALL COMPONENTS ARE INTERCHANGABLE UNLESS OTHERWISE NOTED NOTES: . 1. DO NOT USE ALUM.'T' BRACKET WITH 3x8 BEAM WANSERT, MAG BEAM, 4- OR 7• I- BEAMS. 2. POST TYPE E TX)b'X5)4 "AT STEEL "1' BRACKET. 3. POST TYPE F DO NOT USE STEEL r BRACKET W17' I•BEAM, WELDED STEEL BASE PLATE 1 Q BASE PLATE SCHEDULE PLATE SIZE MAYBE USED WITH POST TYPE, SEE SHT. 9 9'SQ.x518' B, C, D, F, G, &H FREESTANDING BASE PLATE ANCHOR BASE PLATE I ANCHOR BOLTS (SIZE & TYPE) 9")9"x518" (4} 314 '41 HILTI KWIK BOLT TZ STAINLESS STEEL PER I.C.C. ESR -1917 OR EQUAL (4 314' EMBEDMENT DEPTH) ALTERNATE FREESTANDING FOOTING TRIBUTARY 90 MPH 100 MPH 110 MPH WIDTH EXB &C EXB &C EXB &C SURFACE MOUNT 3'-4" SQ x 3' -6" SQ x 4' -0" SQ x 10' OR LESS 18 DEEP 16 DEEP 16 DEEP HORIZ. WIND - 4' -0" SQ x 4' -7" SQ x 6-o" SQ x 20' OR LESS 18 DEEP 18 DEEP 18 DEEP DRAWN BY: EJV. TOM CAMPBELL &ASSOCIATES, INC. CALUMN LIVE LOAD = PATIO COVER SYSTEM AS MFG. BY: IAPMO ERR 0195 DATE 10012012 A COMMERCIAL AND RESIDENTIAL STRUCTURAL ENGINEERING SURFACE MOUNT 10, 20 & 30 pet DURALUM PRODUCTS, INC. 1(916)462-?021 SCALE: NONE -AND NT HORIZ. WIND - 6269 ALPINE AVE" SACRAMENTO. CA 96020 REVISED BY: RANCHO CUCAMONGA, CA (951)741 -2107 90, 100 & 110 MPH FAX 403.1519 sak"@tlumIum..*om SHEET 10 OF 33 HEADER BEAM TYPEB & ATTACHMENT .DETAILS:: 1.52" 61" GUTTER EXT. CLIP GUTTER EXT. CLIP 3.00" SQ. 2.00" 1 SPLICE WHERE � OCCURS SPUCE WHERE' OCCURS SPLICE WHERE OCCURS 1.00 - 7 „ �.5 Z U z a .e' 4.6' 018' TYP. 14 "R 10, 20 s3o a6t TYR. 2.19' N r C' 085' TYP. 2.04' _ 065. TYR 4 .0000 �.,_. 3.0 ,28" 13EA61 T�rnES' z J HORIZ. WIND = 8289 ALPINE AVE„ SACRAMENTO. CA 05828 l(gig)462-?021 ASTM A653 GRADE 40 .038" R.F. GUTTER'I FASCIA -ALUM. ALLOY 3004 -H36 t.'3 ;I�LUM. ALLOY T, O ALUM. ALLOY 8083 -T6i O ALUM. ALLOY 6063 -TS E O 6.5" RQLLFORMED X4.5" GUTTER MAG, GUTTER MAG BEAM 3" SQ. STEEL BEAM HALiy 3 1 °t �r SPUCE `�"'� � _ WERE OCCURS al CC > ry ( SPLICE WHERE OR A� 7y 2" C 7 48 -011--.03Z MAX .2 42" 8.0" - rrp EX Tp. 9 -031311) .042' 032" ALUM TROY ALUM, ALLOY - ALUM. ALLOY 30044136 ORE ALUM. ALLOY 3004.138 OR EQUAL ALUM. ALLOY 3004 -H36 OR EQUAL 4" i -BEAM 7'1-BEAM O 2 x 6 RAFTER DBL. 2 x 6.6 BEAM 3 x 8 BEAM 3- MAX, 3" s" MAX. "� 3" .25" 5" —I► –+ ----- .�i2" ..042' .042" 375" T = 12 OR 14 Gl 7.8 5" T-025! ASTMA853 GRADE 6.6 ALUM. ALLOY 6083 -TB ALUM. ALLOY 30044138 OR EQUAL ALUM. ALLOY 3004 -H36 OR EQUAL 1 625' .375" ALUM. ALLOY 3004.136 OR EQUAL –'-'1 2.875" �— I O DBL. 3 x 8 BEAM �N 3 x z6 BEAM 7" I -BEAM "C" O 3 x 8 BEAM W/ STL. INSERT DBL. 3 x 8 BEAM W/ DBL. 3 x 8 STL, INSERT STEEL INSERT SPLICE / INSERT DRAWN BY: E.N. TOM CAMPBELL A ASSOCIATES, INC, LIVE LOAD , PATIO COVER SYSTEM AS MFG. BY: oarEaorotrmtz 10, 20 s3o a6t DURALUM PRODUCTS, INC. IAPMO ERN 0195 SCALE: NONE COMMERCIAL AND RESIDENTIAL..STRUCilJRAl ENO94EERING 13EA61 T�rnES' HORIZ. WIND = 8289 ALPINE AVE„ SACRAMENTO. CA 05828 l(gig)462-?021 REVISED BY: RANCHO CUCAMONGA, CA (981)741.210) 90.100 & 110 MPH SHEET I1 OF 33 FAX 403.1519'seles®dureWm.wrl I DOUBLE RAFTER CONNECTION DETAILS I BEAM TO POST CONNECTION 1 1/2" OR 2 "LATTICE #8 S.M.S. ALTERNATE 1/2 ",� NAE Fh BOLT CONNECTION PLLABE RAFTS N2 (` Y C, C ALTERNATE: 4414 S.M:S: RAF TER r p CONNECT.( 2 +k o C3T948 I Jo� r 031311/ 4.5' I 3 "x 3'STL.POST (24 ") 0 \ ALTERNATE: INSERT ATTACHED OR (2 }2x6.5" OR 3 "x 3 "STL.POST COLUMN (2)- 3'x8"HEADER FOR FREESTANDING (2)-�1PERTI O F 2 "x 6.5" r1 i r DOP2t lor DBL. RAFTER / DBL. HEADER CONK. 19 "VIEVVED' FOR (LODE COMPL — #8 S.M.S. EACH ggkIGWc'o r— LATTICE 11/2* OR 2' �� 2 "x6.5" OR 3 "x8" RAFTER • ALTERNATE: 1/2" BOLT ALTERNATE: (2)- #14 S.M.S. EACH RAFTER TO COLUMN CONNECTION (4- TOTAL) CALTERNATE: (2Y24.5*011(2}3"xB"HEADER ALTERNATE: 3 "x3 "x0.024" (1) -1/2" BOLT OR CONNECTOR (2} #14 S.M.S. EACH RAFTER STUB COLUMN TO DOUBLE HEADER CONN. 20 BEAM TO POST CONNECTION 21 t POST SCHEDULE 3" SQ. x.032" + (2) -2" x 61/2" x .024" 3" SQ. x .032" + (2 }2" x 61/2 x .032" W/ (6) -#14 S.M.S. EACH SIDE. � W/ (8)-#14 S.M.S. EACH SIDE. USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING. EXISTING " 6 n AO,024" UMINUM MEMBER WI )OD FILL OR 6" NOMINAL LEDGER ?W OR EXISTING) SIMPSON SDS25600 EXISTING 1" STUCCO OR EQUAL 2.5" PENS. INTO EACH WOOD STUD EXIST. STUCCO / LEDGER ATTACHMENT DETAIL 22 DBL. 3 X8"X.042 BEAM OR DBL. 2X6. 5"X.032" BEAM 5/8" 0 ACCESS HOLES INSTALL 6 - #14 X Y4" 3" SQ. POST LONG SDS @ EACH HEADER TO COLUMN (12 FASTENERS PER CONNECTION) DOUBLE HEADER TO COLUMN DETAIL 23 OBEAM SPLICE TO TOM CAMPBELL 8 ASSOCIATES, INC. OCCUR DIRECTLY OVER 518" 0 PLASTIC LIVE LOAD - POST. NOT PERMITTED PLUG WHERE 6 SCREWS I @ 2-POST UNITS SCREW IS INSIDE PER SIDE i �T "E CONNECOONIS .. 5. #14 SMS MAY IPATIO OURALUM PRODUCTS, INC. 8260 ALPINE AVE., SACRAMENTO, CA 85828 BE USE AS 3.5" 3:5" ALTERNATE TO RANCHO CUCAMONGA CA (951) 741.2107 . 114 "0 BOLTS 3.5" 3.5" SHEET 14 OF 33 8" BEAM I :5" R1 OR ❑2 .SEE NOTES BELOW i I 6 1/2" SIDEPLATE EA. 1 SIDE SEE POST SCHED. SMS EA. SIDE MID HEIGHT 4ND BOTTOM. WSQ. POST BETWEEN SIDE PLATES BEAM TO POST CONNECTION 21 t POST SCHEDULE 3" SQ. x.032" + (2) -2" x 61/2" x .024" 3" SQ. x .032" + (2 }2" x 61/2 x .032" W/ (6) -#14 S.M.S. EACH SIDE. � W/ (8)-#14 S.M.S. EACH SIDE. USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING. EXISTING " 6 n AO,024" UMINUM MEMBER WI )OD FILL OR 6" NOMINAL LEDGER ?W OR EXISTING) SIMPSON SDS25600 EXISTING 1" STUCCO OR EQUAL 2.5" PENS. INTO EACH WOOD STUD EXIST. STUCCO / LEDGER ATTACHMENT DETAIL 22 DBL. 3 X8"X.042 BEAM OR DBL. 2X6. 5"X.032" BEAM 5/8" 0 ACCESS HOLES INSTALL 6 - #14 X Y4" 3" SQ. POST LONG SDS @ EACH HEADER TO COLUMN (12 FASTENERS PER CONNECTION) DOUBLE HEADER TO COLUMN DETAIL 23 DRAWN BY: E.N. TOM CAMPBELL 8 ASSOCIATES, INC. LIVE LOAD - Y T M G. BY: IAPMO ER#0195 DATE : NONE 12 SCALE: NONE COMMERCIAL AND RESIDENTIAL STRUCTURAL ENGINEERING �T "E CONNECOONIS 10.20630 psf HORIZ WIND - IPATIO OURALUM PRODUCTS, INC. 8260 ALPINE AVE., SACRAMENTO, CA 85828 REVISED W. RANCHO CUCAMONGA CA (951) 741.2107 . 90.100 6110 MPH ( 018) 452 -7021 FAX 403.1519 ealaC OaNm.00m SHEET 14 OF 33 CITY OF CUPERTINO BUILDING PERMIT BUILDING ADDRESS: 20699 RODRIGUES AVE CONTRACTOR: PATIO PERFECTIONS PERMIT NO: 13060028 INC OWNER'S NAME: YAN SHAN 2024 OPPORTUNITY DR STE 120 DATE ISSUED: 06/04/2013 OWNER'S PHONE: 6506363126 ROSEVILLE, CA 95678 PHONE NO: (916) 871 -6318 LICENSED CONTRACTOR'S:DECLARATION JOB DESCRIPTION: RESIDENTIAL E] COMMERCIAL INSTALL APOLLO OPENING ROOF SYSTEM IN DURALUM License Class Lic..# I cl ALUMINUM FRAME W/ 2 SKYLIGHTS, NO ELECTRICAL r"c / Iry 1 Alr t 2 2 ( 207 SQ FT ConiFactgr / sf .Date REV # 1 - CHANGE PATIO COVER HEIGHT TO 11'9" - I hereby affirm that I am licensed under the provisions:of Chapter 9 ISSUED 12/20/13 (commencing with Section 7000) of Division.3 of the Business & Professions Code and that my license is in full force and: effect. . I hereby affirm under penalty of perjury one of the following two declarations: I have and will maintain a certificate of consent to self - insure for Worker's Compensation, as provided for by Section 3700. of the Labor Code, for the performance . of the work for which this permit is issued. . ; Sq. Ft Floor Area: Valuation: $15265 I have and will maintain Worker's Compensation Insurance, as provided for by APN Number: 35910057.00 Occupancy Type: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is PERMIT EXPIRES IF WORK IS NOT STARTED correct. I agree to comply with all city and county ordinances and state laws relating WITHIN 180 DAYS O T ISSUANCE OR to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (Wey agree to save 180 DAYS F LED INSPECTION. indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said .City in consequence of the Is ate: P Z ZO granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the C pertino Municipal Code, Section RE- ROOFS: 9.18. ' ,_M -- Signature '"y� Date All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for inspection. ❑ OWNER- BUILDER DECLARATION Signature of Applicant: Date: I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec.7044, Business & Professions Code) . I, as owner of the property, am exclusively contracting with licensed contractors to HAZARDOUS MATERIALS DISCLOSURE . construct the project (Sec.7044, Business & Professions Code).: I have read the hazardous materials requirements under Chapter.6,95 of the California Health & Safety Code, Sections 25505, 25533, and -25534. I will .I hereby affirm under penalty of perjury one of the following three maintain compliance with the Cupertino Municipal Code, Chapter 9.12:and.the . declarations: Health & Safety Code, Section 25532(a) should I store or handle hazardous I have and will maintain a Certificate of Consent to self insure for Worker's material. Additionally, should I use equipment or devices which emit hazardous Compensation, as provided for by Section 3700 of the Labor Code; for the air contaminants as defined by the Bay Area Air Quality Management District I performance of the work for which this permit;is issued. will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and . I have and will maintain Worker's Compensation Insurance, as provided for by the Health & Safety Code, Sections 25505, 25533, an 5.534. Section 3700 of the Labor Code, for the performance of the. work for which this Owner or authorized agent: r Date• r 2 _2 ° �/3 permit is issued. I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so.as to become, subject to the Worker's CONSTRUCTION LENDING AGENCY Compensation laws of California. If, after making this certificate of exemption, I . become subject to the Worker's Compensation provisions of the Labor Code, I must I hereby affirm that there is a construction lending agency for the performance of forthwith comply with such provisions or this permit shall be deemed revoked. work's for which this permit is issued (Sec. 3097, Civ C.) Lender's Name APPLICANT CERTIFICATION Lender's Address I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save ARCHITECT'S DECLARATION indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the I understand my plans shall be used as public records. granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section Licensed Professional 9.18. Signature Date l CONSTRUCTION PERMIT APPLICATION COMMUNITY DEVELOPMENT DEPARTMENT • BUILDING DIVISION 10300 TORRE AVENUE • CUPERTINO, CA 95014 -3255 IAORl 777_199R . FAX (AnA1 777_RR3R . hi iildinn(nhri inortinn nm BldgApp_2011.doc revised 06121111 ON fir" 1 -1�1'l'1;11 'BUILEIN""(5 Opp_ D/Vj iC�d C r,p'k a P ib AP F` �r Tlt 7 =' is set of laps and �Ro job t�3 �onstruAt o f irons h'UST be Cha there or alterations on/t is unlaful to eAt at t m, without approval same, make e StamAln from , or to viate a. be held to 9 of this Alan and the �"Iding Off ., sAe�ifi ral any ro to an a roVal font S!ml L P" an �l o, v,ola OT � •ante or Stagy t13n to W. w w LL LL 2 2 m J �l►1® > e!�,® O — ELEVATION A SCALE: 1/4" = V -0" CUSTOMER 1 CONTRACTOR (anShin & Yanmin Liao 20699 Rodrigues Ave. Cupertino, CA 95014 (650) 696 -3126 Patio Perfections Inc. 2404 Opportunity Dr. Roseville, CA 95678 (916) 871 -6318 patio perfections.com L o -.; lt� r REVISION l— ADJUSTED HEIGHT TOpi �z �SY. CGQ CQ �L PROJECT I NOTES Apollo Opening Roof System 1 -(2) Skylights